The URL can be used to link to this page

Home My WebLink AboutTRUSS SPECS (2) - 06-00399 - 647 Palmer Cir - New SFR3 J Gb i Tri. Truss Type __ .. 1308227 3 � ROOFTRUSS BMC WEST (I'DAHO FALLS), IDAHO l r FALLS, C 83402 1 11 -1-6-0 4-4-8 1-6- 1-- -- -- ow 4x4 M1120 A 13-1-8 Jnb Reference otiGnal _ 6.200 s Feb 212005 MiTek tndu t Inc',- Fri SW 1'5 14:18-:14 8-:14 2006 Page , 17-6-0 19-0-0 e 1-6-0 she = 1:33.1 Mete �!SQ ,Y): P-- 1 ,.Ed � P: -2-0�JF: 1 , E. l N (per SPACING 2- 1 l DFL in loe deli TOLL 35.0 Plates Increase IA5 TG 0.24 > 999 TCDL 7.0 m Lumber Inose 1.15 BG 0_42Vert(TL) Y-0. B-H >999 BELL n.a Din qtr CL TO s Coe IRC20031TP12.002 LUMBER TOP CHCRD 2X4 SPF 165OF 1.5,E BOT C H 0 RD 2 X 4 SPF 16,50F 1.5 E WEBS 2 X 4 SPF SkWStd BRACING T P HORD Structural wood she athi rig d irecfly appl id or 0 oc purlins. BOT CHORD Rig+id cet"I ing direWy applied or 10-0-1 oc bracing REACTIONS (i b/s e) B 98810-38 F --� Max Hor 13 1 89(load case Max Uplift 8 2(fd case ) F = -Mead case FORCES (lb) Maximum rnpres Ee mum Tension TOFF CHORD -13 - 0/7 = -11851211 -D - -8'186 [ E -8W186 E -F - -1185/212 F -G 0173 BOT CHORD B-H = -187/896 F -H -97f895 WEBS: -H -335/186 D- = -631459 ESI = -3351187 NOTES 1) Unbalanced roof l i e loads have bpen considered for this design. 1 (Matrix) VVind° ASCE 7-98; mph; h= 5ft-, TC D Lam. f; CDL=4. 2W Category 11; Exp ; er«d ed; MWFRS gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip D L=1.33. This Uuss has been dedgri d for a 10.0 psf b-ottom chord live lead nonconcurrent Wtb an ether I Icad . Provide mechanical omnecWn (byethers) of truss to bean -rig elate capable of Mardi ng 2.48 1b upkft at joint B and 248 lb upilift at joint F. 5) This b1m is fi ned in acc*rdance with #e 2003 Intemational Residential Code motion R502.1 and R802.1 0rid referees standard ANMPI 1. LOAD CASE(S) Standard rz) Lld 240 180 n `a PLATES GRIP M1120 197/144 Weight: 661b r - I' 6 Job T Truss Type 608227- C 1 fCOMMON BMC EST (IDAHO FALLS), fDAH FALLS, ID 83402_ I i CY - - -------- [—FIy �. A I - I _ _ _ - Joh Reference (opWnal) _ 6.200s Feb WITek l d str-fe , Inc. Ri Sep 15 14 18_"14 2606 lug s 1 8-9-0 _ 12-9-9 17-6-0 19-0- 0 — 4-8,7 1-6-0 Sc -— Sc e =1:33.1 5X6 IV= Il Al a - 8,9.0 --7 4-- -0- 'lateCffsets, , . �: �i -1-1 a . - ,i - F . - -4, - � C � - ' �F. 1-121, A O-1 T P:--4.81 �I LOADING (per SPACING 2-0-0� CSI [TEFL. in (toe) Udeff TELL 35.0 plates Incream 1.1,E TC 0 -55 'pert(LL) -0-14 H-1 -1 a0 T D L 7.0 Lumber Increase 1,15 -83 Vert(TL) -022 H-1 >924 BOLL 0.0 Rep Stress Incr ND WB 0,55 H (TL) 00.07 l` n1a BC DL 7.0 Cede I C 003/TP l ( Matrix) LUMBER TOFF CHORD 2 X 4 PF 1650F 1.5E ESOT CHORD 2 X 6 DF 180OF I - 6E WEBS 2 X 4 SPF 165OF 1_5E * pr 4 SPF Stu WSW EDF Left: 2 X 6 DF 180OF IBE, E, Fight: 2 X 6 DF 180OF 11_6E BRACING TOP H RD tru taral wood sheathing directly applied or -3-14 ao purlins. BOT H D REASONS (Ib/) B �- F MaxHoer B = Max U p lift F = 7576ID-5-8 7611/0-5-8 187(load case 4). -1 5lead case 5) --1 deed case FORCES 1b Maximum ornpre:s e h4aXNrnu M Tension T P H RD -B = 08 B -C = -9590/1822 -D = -6531/1309 D -E _ -653111309 E -F _ -958+' 1 828 F -G O BOT H O FAD B- _ -1 a0 I -L = -1507830 J- L _ -1508/`830 i- _ -150817830 I -ILII = -1508[783() I -N = -144017823 H- _ -1440/7823 H-0 144017823 O -P -144017823 F -P -144,017823 WEA -i = -61113376 D-1 = -1 C-1 -3132J690 E-1 - --3124/7W NOTE 12 -ply truss to be connected together vrithi Oi 1 "xY N ailsas follows, - Top chords con rieded as follows: 2 X 4 - 1 row of 0-M Bottom chords connected as follows: 2 X 6 - 3 rows at 00 c. Webs connected as follows.- 2 X 4 - 1 row at 0-9-0 ee. I loads are considered equally applied to A plies, except if rioted as front F or back B face in the LOAD CASE(S) seefion. Fir to ply connections neotion have been provided, to distribute only loads noted as (F) or 13), uanle atherMs+e indicated. Unbalance tuff live loads have been wrisidered for his ode n. 4) Wind: ASCE 7-%,.L9h; h=ftr TC D L=4 p; B DL _ p f; Category 11; Exp endosed; MVVFRS gable end zone,. cantilever left and rig hit end ; Lumber D L=1.33 plate grip DOL=1.1 This tniss has been designed for a 1 6�0 psf bottom chord live load rtonooncurTent with ars other live /cads. Provide mechanical wrinection (by ether) of truss to bearing plate capable of withsWiding 1536 Ib uplift at joint 11 and 1W lb uplift at joint F_ 7) This tnt,% is designed in accordance mAth the 2003 Intemational ResidenU Code yrs R502.1 1.1 and R.802-10.2 and referenced standard ANSI TPI 1. i Ud 240 180I. n1a Hanger(s) or ether connection device(s) shall be provided sufficient to supportooncenlk-ated load(s) 1466 lb down and 285 lb up at 0-9, 14661b down and 2851`b up at 2-9-4. 1466 Ib down and 285 1 b up at 4-94, 1466 lb down and 285 lb tip at , 1466 lb down and 285]b up at 8-9-4, 1466 Ib down and 285 lb up at 10-9-4, 1466 lb down: and 285 lb up at 1244, and 1474 1b down and 302 Ib up at 14-9-4, arid 1474 ib down and 2190 lb up at 16`4 on bettors chemo. The deg selech on of such nnection device(s)is the responsibility of others_ LOAD CASE(S) Standard `i) Regular: Lumber Incrpase=1.1 , Plate nc rea 1.1.E Uniform Low (pig Vim; B -F= --14t A te , D- = 4 Goncentrated Loads (1b Veft Jp-1466(B)1=1 (B) H=-14WB ISL- I" L --1466(B) =-1466(E � N=-1 466(8) 0=-1 74 B) P= 1474("B I 17-6-0 HM PLAnS M1120 `weight_ 184 lb GRID' 1 971 144 7 i Job �Tr Tye I 101GE IAF TRUSSi Iii 1 EST (f )A-NUFALL,�), IO] f 1' .FALL , Ifs 8349 � . . -1-6-0 1-6-0 44 MIM= F 00 .ddb, Fefer a tial 6200 S Feta 212006 KfiTekinda, ies, Inc. Fri Sep 15 1418:14 2006 Page 1 1 7 -6:r -%O 1-6-0 Scale = 1:33.1 Plate offetsQ,�--,0-] LOADING (pso SPACING Max Greg T LL Plates Increase 1.1 TCDL 7,0 i Lumber Increase 1.15 LL 0.0 I Rep,9tress Incr YES B DL 7A Cie IRC20-03fTP12002 LUMBER DEFL in 1 ) Vdefi L/d TC 0.29Vert(LL) TOP H ORD 1 P Url U KU 17-6-0 Max Greg BOT CHORD 2 X d SPF 1 65OF 1,5E 17-6-0 31 Offload case 1) OTHERS 2 X 4 'SPF Sttd 31 0( d case 1) I DEFL in 1 ) Vdefi L/d TC 0.29Vert(LL) TOP H ORD -0.02 K n1r 120 BG 0.06 Vert(TL) -0-02 K rVr 120. S 0.10 Harz(FL,) 9.00 J a r Va (Matrix) 19(1d case 1 ) Rigid Ceiling direly applied or 1 G4M oc twacing- 1.. 1 P Url U KU z A 4 IVF I U50F 1.6E Max Greg BOT CHORD 2 X d SPF 1 65OF 1,5E 31 Offload case 1) OTHERS 2 X 4 'SPF Sttd 31 0( d case 1) 16 d case 1) BRACING P - 04(1d case 7) TOP H ORD Q = 193(load case 1) Structural wood sheathing directly applied or -0-9 R 211(toad case 7) cc purfin. lel - (load rase BOT CHORD 1 = 19(1d case 1 ) Rigid Ceiling direly applied or 1 G4M oc twacing- 1.. 211( d case 8) REACTIONS (lb/size) FORCES (lb) 19/17- Maximum Compression/Maximum Tension _ 310/17-6-0 TOIL CHORD 0 162(17-6-0 A -B = 0171 P - 196/17-6,0 B -C = -147/121 - 19317-- D = -911106 _ 210117-6-0 - = -771129 - 19&17-6-0 F -F a -781160 1 19,a(17-6-0 F- _ -7811 L - 210117- -H = -T7785 MaxHofz H_1 = -81/40 B _ -189(load case I -J = -105 /55 Max Uplift J -K = 0171 B - (load case ) BOT CHOR i _ -1070oad case 6) E3- = -241155 P -80(load case ) -R _ -241155 -9 (load case ) P- _ -241155 P -ffi(load case 0-13 -241155 N ,(load case ) - s -241155 M - 90oad case -N = -2411.55 L - -65(1od case ) LTM _ -24/1 Max Grav J -L = -2NI55 310(k)ad case 1) WEBS -310(load case 1) F-0 = -13410 0 = 162(foad case 1) E -P = A 76f99 P = 4�lcad case 7) D -Q = -1W106 _ '193( lad -case 1) -R T -1901107 211(load case 7) -N = -176196 N 204(load case 8 H -M = -1 62JI07 M 193(load case 1) -190/107 L 211 ( load case 9) NOTES 1) H nba b ri d roof [I-ve loads have been n,5id Bred for this design. Wind; ASCE 7-98; Orr h} h= ,eft T DL=4. p f,- B DL= . pe Catagory 11; Exp C - enclosed; MWFRS gable end zone} cantilever left and right exposed., Lumber D 0L=1 .33 plate grip DOL=1.33. Truss designed for wig Ioads in the p(ane of the toss only. For sturdy exposed to wind (nomial to the face), see MiTelk"Standard Gabe Fred Mail„ 4 This truss has been d*reed for a 19.0 psf bottom chordlive load nonconcuffent vrith any other live bads. Gable requires continuous bottom chord bearing. b) Gable studs spate at 2-0-0 - 7) Provide mechanical connection (by others) of tri to beadng plate capable of vAthstanding 77 lb. aphid at joint B, 107 lb uplift at joint J, 80 I b upi Eft at joint P, 98 IIS o rift at joint Q, 66 Ib uplrtt at iaint , 77 lb uplift at joint N, 199 tb uplift at Joint M and 5 1b uplift at joint L. 8) This truss is designed in acmrdarwith the 2W3 Internatiorml Residential Code ste ns R502.11.1 and RB02.10-2 and referenced sta.ndardANSI/TPI 1: LOAD .EO Standard PLATE. 111,0 Weight_ 75 lb GRJP 197/144 Job Truce I Trus Type 608227-6 , D1 ROOF TR(JSS e WC WEST (IDAHO FALLS), FDAH6-FALL , 16-8-340:i--- -6-0 68340 - f - L- -5-0 1-6-0 6-5-0 A-. M11 a 1 .-[40b Reference (optional) 6.200 s Feb. 212,005 MTek industries. Inc. 12-10-0 Fri Ziep 15 14:1815 2006 Pagel Scale = 1}263.1 Plat�-Offsets LOADING (pso SPACING B -C = TCLI- 35.E I Plates Increase 1.15 T CL 7.0 ! Lumber Inease 1.1 ECLL 0.0Rep Ste. Inc- YES B DL 7.0 Dude IRC200.3fTP12002 LUMBER TOFF CHORD 2 X 4 SPF 165OF 1-5E BOT CHORD 2 X 4 SPF 1 5OF I - 5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-10 ec purlins. BOTCHORD rigid ceiling direr flied or 10-bradng REACTIONS (lb/size) B _ D 4 Max Harz B Max Uplift B _ D _ ME= -14 (load case ) -209(Itrd case -(load case ) rORCE (lb) Maximum Corn P ressionf taxi mum Tension TOPCHORD A-13 = 0170 B -C = -12411128 -D = -124-11166 D -E = 0170 ET CHORD -0.11 B -F 13aF = -73965 D -F = - WEBS rine C -F = 0/720 DOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-' r gam- h= ; T D L_ . psf,- B D L .2p f; Cates 1I°: E;� Q enclosed; MWFRS gable end zone; cantilever left and right evosed p Lumber DOL-- 1 -33 plate grip DOL=1 33. This ire has n designed for a 10-0 p f boftm chord live load nonconourrent. vAth any etl r live loads. CS] ! TC g. BC 0.27 D 0-4 (matrix) 4) l3eaning at joint(s) B, D Gonsiders paraffel to grain value using l PI` 1 angle to grain formula. Building designer should verify cagy of bearing surface - 5) Pride mechanical connection (by off) of truss to ung Piate capable of j 209 1 b u plii't at ioi nt B and 2091 b uplift at joint D. This W= is designed in accordance with the 2003 Intemabonal Residential Cede dons 8502.111 1 and R802. 102 and referenced stardard ANSVTPJ 1. LOAD CASE(S) tandard 12-10-0 6-5-0 DEFL in ) Weil Ud ' rt(LL) -0.06 B -F >999 240 Vert(TL) -0.11 B -F >999 180 Horz(TL) 0.0,8 D n/a rine PLATES GRIL' M1120 1 r7J 1 4 i Wert. 401 b Job Truss B08227-6 11 1- BVIC WEST (IDAHO FALLS), IDAHO FALLS, 1D 83402 ru Tae B OO T HBS e Qty Tply 100 i1 a Job Reference (o do 6.200 s Feb 21 2005 WiTek Ind users, Inc. Fri Sep 15 14:18:15 2016 Page I - - 6-3-0 - i - - -1-8 3-1-8 -2-8 5X6 M1120 1 C 12-8PLATM -0 -- Scde = 1:20.5 - mate its (�< .Edge,0--� ], '0-1-0100- D.0-1 -0,0-2-9], .0- - ,O- , .0-3-12 &1A, FG. LOADING (psq SPACING -0 TOLL 35.o Plates Increase 1 1 TC -DL 7.0 Lumber Increase 1.1 RGLL y Rep Strom Incr NO BCDL 7.0 Code IRC2003/TP12002 LUMBER TOP CHORD 2 X 4 SIF 1 &50F 1,5E WEBS BOT CHORD 2 X 8 DF SS - WEBS 2 X 4 SPFStud/Std -Except* D-; 1 2 X 4 SPF 165OF 1.E D -F BRACING TOP H1 Structural wood s4eathing direcdy applied or 4-11-1 cc purlins. ESOT HI[ Rigid ceiling d 1rectly applied or 10 cc brach ACTIONS b') - 5832JMechanit al E _- Max HarTz -131 (load case 8) Max Uplift A -1141(load case E _ -1 187(load am ) FORCES (lb) 'la d rr :UM COMPrersionfflaxirnum Tension TOPCHORD --8 = -8545/167!9 B -C - -6454/1360 -D = -64W 1359 D -F .= -x/1815 BOTCHORD = -G >9 F -G -1 = -1899/6942 H-1 = -1399/6942 H -J = -1 39W4. J -K = -13-9916942. '-KG-K = -189916942 -L = -145,WO 14 L -M = -1453/7014 F-! = -14537014 F_N = -14014 E- _ -145317014 BS B-H = -3641220 B-G = -19441409 139416739 -- -1551 -4W2121 MOTES 1) -ply truss to be connectedto tb 8.131 uxY Mails as fbllows= Top chards conrtd as follows: 2 X 4 - 1 roar at 0- Bottom chords corinected as follows: 8 rows at --4-0 0_ Webs con neded as follows, 2 X 4 -1 row at 0-M oc All loads are considered equally applied to all plies, exert if noted as front (F) or back (B) face in the LOAD CAS E(S) mon _ Ply to p r con mons have been provided to distribute only loads noted as F) car (13), unless otherwise indicated_ UnbalancxW roDf live loads haves been con-sideiied for this design - 4) igrr_4 Wind: ASCE 7-98; mph;h=25 t - T DL=4.2psf; BC DL .21;i" Catego, ry 11; Exp C - rn fo cd; QRS gable end zone cantilever 1al and night exparsed ; Lumber D L=1.33 plate gap ISL --1.33- 5 This tri has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live keds. Refer to girder(s) for truss to mss connections. 7 ProAde mechanical connection b yrs) of truss to bearing plate capable of withstanding 1141 lb uplift at joint A and 1137 Ili uplift at joint E. 8) This trussis designed in acwr anw with the 2003 International Residential Code scions I x.11.1 2nd R802-10-2 and referenced standard ANSI/TPI 1. H Hanger(s) or other connecbon do) ,sli be Prov dedsuffi ct ant to support concentrated o d(s) 15101 b dawn and 265 lb up at 1-9-120 1518 lb dcwn and 284 Ib up at 3-9-12, 1518 Ib dom and ,M 1b Ftp at 4-7-12, 2188 1b down and 4351b yup at 6-9-0, and 1739 lb down and 445 lb up at 8-3-12, and 1739 Ili dawn and 385 lb up at 10-3-1 bottom chord. The design/selection of swh connecfion device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber I ncrea =1.1 , Plate Increase=1. 1 nifbrrn Loads cps Vert X84, C -E-- " A-E±z-14 Concentrated Loads (lb) 'het: 1=-151O�B) J=-1518(13) —1 5 1 (B) LZ__- 1 l3)1--l739(B) =-1739(13) 120 Weight: Fit: 1 Ib --" FUP 1971144 4x12 Mla Dr=FL in 000 Vdefl Ud TG 0.31 `LL) -0.08 = -G >9 F -G >999I 240 BC 0. Vert(TL) -0-13 F -G >999 180 0.67 Hort(T`L) 0.03 E rVa rV'a � (Matrix) 139416739 -- -1551 -4W2121 MOTES 1) -ply truss to be connectedto tb 8.131 uxY Mails as fbllows= Top chards conrtd as follows: 2 X 4 - 1 roar at 0- Bottom chords corinected as follows: 8 rows at --4-0 0_ Webs con neded as follows, 2 X 4 -1 row at 0-M oc All loads are considered equally applied to all plies, exert if noted as front (F) or back (B) face in the LOAD CAS E(S) mon _ Ply to p r con mons have been provided to distribute only loads noted as F) car (13), unless otherwise indicated_ UnbalancxW roDf live loads haves been con-sideiied for this design - 4) igrr_4 Wind: ASCE 7-98; mph;h=25 t - T DL=4.2psf; BC DL .21;i" Catego, ry 11; Exp C - rn fo cd; QRS gable end zone cantilever 1al and night exparsed ; Lumber D L=1.33 plate gap ISL --1.33- 5 This tri has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live keds. Refer to girder(s) for truss to mss connections. 7 ProAde mechanical connection b yrs) of truss to bearing plate capable of withstanding 1141 lb uplift at joint A and 1137 Ili uplift at joint E. 8) This trussis designed in acwr anw with the 2003 International Residential Code scions I x.11.1 2nd R802-10-2 and referenced standard ANSI/TPI 1. H Hanger(s) or other connecbon do) ,sli be Prov dedsuffi ct ant to support concentrated o d(s) 15101 b dawn and 265 lb up at 1-9-120 1518 lb dcwn and 284 Ib up at 3-9-12, 1518 Ib dom and ,M 1b Ftp at 4-7-12, 2188 1b down and 4351b yup at 6-9-0, and 1739 lb down and 445 lb up at 8-3-12, and 1739 Ili dawn and 385 lb up at 10-3-1 bottom chord. The design/selection of swh connecfion device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber I ncrea =1.1 , Plate Increase=1. 1 nifbrrn Loads cps Vert X84, C -E-- " A-E±z-14 Concentrated Loads (lb) 'het: 1=-151O�B) J=-1518(13) —1 5 1 (B) LZ__- 1 l3)1--l739(B) =-1739(13) 120 Weight: Fit: 1 Ib --" FUP 1971144 4x12 Mla Job [Truss Tru Two B07 D 1 E ROOT~ TRUSS I B IC . EST (IDAHO FALLS), IDAHO FALLS, 10 8340 _ r19 E. -1-6-0 -- -T 4x4 Mil E 00 1i Jots Reference (Option�I 6.200 s Feb 212005 MiTak India Inc. Fri Sep 15 14:18:16 Page 1 12-10-0 14-4-0 1 Plate Offsets (,Y)1-1 5,01:!3H=- �Pzsl) brAulyfti 2-0-0 CS] TCLL 35.0 Plates Increase 1-15 TC 0420 TCD L 7.0 Lumber Increase 1-15 BC 0 -06 BOLL 0.0 Rep Stress Incr YES WE OM BCDL L 7.0 Code I l C 003n P I[ (Matrix) -1 7(lca cue 6 LUMBER TOP CHORD 2 X 4 SPF 165OF 1-5E BOT CHORD 2 X 4 SPF 1 b5OF I. E OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or --0 oc purlins, DOT CH l D Rigid ceiling direr applied or 10-0--0 oc br - REACTIONS (Ibfsiz ) B _ 302112-10-0 H - 302J12-10-0 L - 159/12-10-0 F- = 201 10-0 u 178/12-10-0 H -i = X12-10-0 J 178112-1 Max Hort -15/122 - -1d case Max LJplif -1&122 B -1.0 load case 5 H = -1 7(lca cue 6 M - -'W(d case ) N = —50(losy K d case 6) i _ -w" case ) Max Graw -1X95 B 302(load case 1 -J = (d case 1 L 1,5900ad case 1 M 21 00oad caw 7) L 17(d case 1 ) 2100oad cam ) i _ 17 d case 1 FORE (Ib) Maximum Campre sion/Ma imurn Tension TOIL' CHORD -1 r 0/71 - = -101193 TOP CHORD C -D _ -78'89 E°- E -781122 E -E = -781111 F- = -78148 -H r -98/4-4 H -i = 0171 BOT CHORD _ -15/122 M— = -151122 L -M -1&122 -L -15/122 J- i -1&122 H _ -151122 WEB E -L = -13410 [-MD-M = -176110 C- = -1X95 E$. - -176/104 -J = -1-68/95 0-0 12-10-0 DEFL in (1 ) I/d Lid PLA -Ms GRdP "ort(LL) -0.02 1 PI -r 120 IVI I I. 0 197/144 Vert(TL) -0.0 1 v 120 Hcr40.00 H a a Weight: 1 Ib 7) ProVide mechanical oonntion (by others) cf truSStobearing plate capable of vAhstandi n. 104 lb uplift at j of nt P., 127 1b uplift at j of-nt H, 98 Ib uplift at joint M, 50 Ib uplift at joi rit N, 971b u plift at joint K and 50 1b uplift at joint J. 8) This truss is designed in accordancewith the 2003 Intemational Residenfial Code sections R502.1 1.1 and R802-10.2 and referenced standard ANSI/ PI 1. NOTES 1) Unbalancx3d roof live loads have been omsidered for this desion, )Wind.- ASCE 7-98.; rrphr ft; TC D L-4, f} B CD L=4 -W, Categofy 11: Exp C F r�cl�a QRS gee d nfil Ilk. and right used ; Lumber DoL=i _33 plate grip DOLT 13,3- 3) Truss designed for Wind loads in the plane of the truss only. For studs expos to wind (nom to the fig), see Mi7ek "Staodard Gable End Detail. 4) This truss has been designed for a 10.0 psf tKYROM chord live load nonconcux with any other Ifve loads. Gable requkes cnnUnuousMorn mrd k rn - 0) Gale studs spamd at -0-0 oc, LOAD CASE(S) Standard Job -- d i Truce B08227 -6i E1 BIVIC WEST (IDAHO FALLS), IDAHO FALLS, ID 83462 K.- .1-6-0 4-5-14 1-6-0 4-5-14 Truss Type R00F TRUSS 8-11-12 4-5-14 4x8 M I.l -- A 13-5-10 4-5-14 1, ,l�4 Referenc e (optional) 6.200:s Feb1 2005 M,iT Indus , Inc. Fri Sep 15 14:18:16 2UO6 Page I - 19-5-8 4-5-1 -- 4--1 4 -- Scafe= "1:33.9 ate._ , _ KG; ; : ] LOADING (per TELL 35.0 T IAL 7,0 ELL 0.0 S D.L 7. SPACING -0-0 CSl DEFL in (I ) I/dell Lid Plates Incmase 1.15 TC 0.38Vert(LL) -319/911 -0. -r 40 Lumber Increase 1.15 BC 0.20 Vert(TL) -0. B-1 >909 180 Rep Strom 1ner YES WB 0.42 Horz(TL) 0.01 H r a rVa Coda I1 ! 00 I i Watrix --1 = -311/185 D-1 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E SOT CHORD 2 X 4 SPF165OE1.,E WEFTS 2 X 4 SPF StudVStd BRACING T P CIS ORD Structural wood sheathing directly applied or - ee purlins, BOTCHORD Rigid rd ceiling drrectly apphed r cin .. VVEBS 1 Plow at rnidpt D -H R11(lb/!size) B - H = MaxHurt S Max Uplift B H Max Gray B = H -1 (Read case -187(load ease ) -( Rid case 6) 644(id case 7) 141(.foad case 1) FORCES 1b) V12M Morn Co pre e laxim u Ter s-ro n TOP HOGS -S = 0174 13- = -51-/236 -D -3971268 D -E= -319/911 ETF _ -3501 F -G0171 B.T HR D B -I = -1761397 H$ I = -2571350 F -H = -4971396 WEBS --1 = -311/185 D-1 -11 1/373 D -H = -1 270V379 EB E -H = -355/214 MOTES 1 Unbalanced roof live loads have been wns4dered for this design - 2) Wind' ASCE 7- 0rph; h -=ft; T DL=4_ p; B DL=4. p; t It; Exp C; enclosed; MWFRS gable end zor 7 canfilever left and right egwsed ; Lumber DO L=1.33 plate grip LCL=1.33. This truss, has been designed for a 10A psf bottom mrd live load wnconcurrent wrtb any ether live Imo. 4) Provide mechanical connecfion (by others) of truss to bearing plate capable of withstaMing 187 lb uplift atjeirrt B and Ib uplift at joint H. This truss is designed in accordance with the 2003 Int national Residential Gode sections 8502:11.1 and R8-02.10-2 and refereed stand ANS ISI 1 _ LOAD CASE(S) Stated 17-1178 E -a-) PLATES Rd Mll O 1971144 i Weight.- 71 Ib PEW Job Tri X227-6 EI- I r EST a 1� FALL ), IDAHOFSS, 0 83-40-2 ME. Russ Tye R 'MUSS I I Qty Ply Lio� Reference (opional) .200 s Feb 2120051 Tei Indust •es, Inc- Fri Sep 151,41M62006 Rage l -1-6-0 �4-- 1 -_ 1 1- 1 1 Ea _ - __- _ _ _ _ 1 17-11-8 19-5-8 She - 1:33.g C --1 Plate t X, 1 _ LL.C�-1 0- -0 1- 1 0-1-81, I -.0- 1 -1 , 4# 0/78 B -C = LOADING (ops SPACING -iii I � TOLL 35.0 Plates Increase 1.15 -3;50/843 TC 0.52 T D L 7,0 0 Lumber Increase 1.15 c 13C 0.92 I3CLL 0.0Rep hp -w Incr NO WB 0.47 BDL 7.0 ode I00'I ! (a) LUMBER TO P CH ORD 2 X 4 S FBF 1650 F 1.E BOT CHORD 2 X 6 DF 18WF 1.6E WEBS 2 X 4 SPF Stud/Std "E. pr '1 2 X 4 SPF 1 5O F 1.5E W1 2 X 4 SPF 16 F 1.5E BRACING TOP CHO RD Structural wood sheathing direcfly applied or 0 cc purlins. E3T CHORD Rigid oeiling directly applied or -" oc bracing REACTIONS (Ibbs .a) B T 42721G-5-8 1 53841 Max Horz B = =1 (1 ad case MaxUplift B -- -870(load case 5) 1 - -129(Id case Max Gray B 44 5(1ead rase 7) 1 5384(load case 1 ) FORCES (I b) MaArnum Gorripive5sion/maximum Tonston T P H D A-13 ' 0/78 B -C = -4939/903 C -D = -4 2'931 D -F = -5/5- E-F = -3;50/843 F- _ 05 BOT CHORD = -54,5(142 E- _ -77514055 -L = -775'4055 J -L = -77514055 J_M = -254/1427 I -N = -25411427 H-1 � -370/378 BOT HOICK l- H = -6121407 VVEBS Ud Ver LL) -35X194 D- _ -112115820 D- I = -3824/ E-] -9W21 E -H = -54,5(142 hT 1 ) -ply truss to be connected toget4ff with 0. 131 "xY Na its as fdflo+ : Top chords connected as fol lows: 2 X 4 - 1 row at 0- c. Bottom Chards connected as follows: 2 X 6 - ros at 0-6-0 oc. Webs nod as follows 2 X 4 - 1 rDw at 0-M 0C. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section- Ply to ply connections have been provided to distribute only loads noted as (F) or 13), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design, 4) Wird: ASCE 7-98; 0r hi h= 5flr T DL . f, B DL . 2ps� Cattery 11; Exp C; enciosed; MWFRS gaNe lend zomw cantilever left aM right axed Lumber DOL --1.33 plate gdp D0L 1.33_ This truss has been designed for a 10.0 pssf bottom chard live load noncor=rrent vAth any other five Ids_ Provide chum I conneGfion (by others) of truss to bearing plate capable of withstanding 870 Rb ups at joint B and 1299 lb uplift at joint 1. 7) This filiss is designed in acmrdance whh the 2003 International Residential Code ,motions R502.1 1.1 and R802-10.2 and rferTiced stand ANSIfTPI1. 14-10-2 DEQ in Poe) Il f1 Ud Ver LL) -0-14 >953 240 Vert(TL) -0.23 180 Hor(TL) 0-02 1 n1a rn/a 17-11-8 e ' 4 3-1-6 PLATES M1120 a 0 Haag er(s) or ether connect ian device(s) Sh2l l be provided sufficient to support cioa ntrated laad(s)1609 lb down and 264 1 b up at; 2-1-4, 1 609 lb down and 283 Ib up at 4-14,1474 lb down and 2190 lb up at -1-4, and 14741b down and 302 lb up at 8-1-4, and 1466Ib down and 284 Ih up at 10-14 on bottorri mrd. The design/seleefion of such connecUan s) is the resNnsibility of others- LOAD th r - LOAD CASE() Standard 1) Regular: Luniber InCrease=l .15, Plate Increase --j_1 Uniform Loads (p Vert: -D=am, D- 4r -F--14 + rc entrated Lis (lb) VerL- J-- 1474(B) K=-1 609(B) L=-1609(8) M= -1474(B) N=-14 (B) Weight- ht_ 1 lb GRIP 197/144 r Job B087 E1 BMC WEST (IDAHO FALLS), IDAHO FALLS, I 83402 �1� 4-5-14 5-1 Truss Tye ROOFTRUSS i Job Reference (opfionalL 6-200 s Feb 212005 MiTek Industries, Inc- F'nSep 15 14:18-17 2006 Page 1 11,12 13-5-10 17-11-8 Scale = 1.:33.9 %KU2ET,IFr1kil" 3x4 M1120 1 r+MM IC -2-1 Fate its r D:o-1- 0 H: LOADING cpt�o SPACING ISt TALL 35,0 PIS Increase 1.15 TG 0.38 TGDL 7-0 Lumber Increase 1.15 BC 0.20 E3LL 0.0 Rep S ss incr YES WB O�42 BCDL 7,0Code tR 00 12002 (Mah ix) LUMBER TOP CHORD 2 X 4 SPF 1 6WF 1.F LOOT CHORD 2 X 4 SRS` 16WF I LE WEBS 2 X 4 SPF Stud's l OTHERS 2 X 4 SPF Studt td 13Il N TOP CHORD Structural wed sheathing dimly applied or 0 ee pudins. BOT H RD Rigid ceiling directly app[ied or -0-0 oc bracing. FB 1Few at midpt D -F-1 R TI N (I bIsi e) B _ H Max Hort MaxUplift H Max Grav B - H 110- -8 154110-5-8 -I 87(load case ) -558(load case FORCES b a irnur n r npm i on/Maxl rnurn Tension TOP H RD A -B _ 0/74 B- -5841236 -U = -397/268 D -E -319/911 E -F ,3-501 F -G Of7l BOT CHORD 8-1 = -1761397 .H-1 ;-- -2571350 F -H = -4971396 WEBS -1 -3111185 D4 -111/373 VVEBS D --H = -12701379 E -H = -35W214 NOS 1 Unbalanced roof live loads have been considered for this design- 2) Wird: ASCE 7-98; 0rnph;hft; T IAL=4_ , BGDL=4.2psf, Category 11; Exp G; enclosed; QRS gaNe end zone; cantilever lit and right apse ; Lumber DOL=1.33 plate grip L=1.33. Tri designed for end loads in the plane of the truss only_ For studs exposed to mind (normal to the face), see UTek 'Standard Gable End Det ii" 4) This tri has been -designed for a 10,0 psf bottom chofd live lead nonconcurrent with any ogler Ia I Vis_ Gable studs spaced at 24M oc. Provide, mechanical connection Y others) of truss to bearing plata capable of withstanding 187 lb uplift at joint B and 558 lb uplift at joint H, 7) This h&S is designed in aocordance with the 2003 I ntemational Residential Gode sections R502.1 1 -1 and R802-10.2 and refemnced standard ANSJfFP I I _ LOAD CASE(S) Lard 5i Il11= 1.5x4 M1120 11 DEFL in Vert(LL) -0.03 Hor7-(TL) 0.01 c7z. 1if, (I) I/deli Ud PLATES -1 >999 240 M1120 H rila rVa r Weight 91Ib DRIP 1971144 �Z+ Trues - Job B I U W F8 T 0 DAH 0 FAL 111, Io Fil i.' Truss Type i FBF TRUSS I'Qty -T% FO 0-- � 0 a J Jot) Keterence (option" 6.200;s Feb 212005 I i` ek IndUstfim Inc. -115-11-12 5-11-12 - G G X006 Page If 13-5-8 1-6-0 SC-Ae-- Scale = 1:24.3 -11-12 -PIa,te Omits , . - 13.0-2-11,0--0 . [D=0 -2-i i 0-2-01 LOADING (psi) SPACING - GSI TrA I qqn r3t S Was I nease 1.13 TCDD. 7.0 Lumber Increase 1.15 TC 0. g 0,21 LL _ ReP Stress Incr YES WI3 12 j B D L 7,0 Code IFS O 12002 I (Mai ) BOT CROFT) `--0.06 LUMBER TOP CHORD 2 X 4 SPF 1650E 1-5E [SOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF StucVStd 13IN TOP CHORD Structural good sheathing directapplied or 6-0-0 purlins _ BOT H O D Rigid ceiling dimly applied Or 10- bracing REACTIONS (i Isize) B D Max Hors E MaxpI B - D 710}0=5-8 71 -1 1 (load case ) T-0luad visa ) -202( fd case ) FORCES (I) Maximum CbmPreSsian/Maxlmum Tension TOIL H R D A-13 = 0 B-0 = -677111 cr-D = -6777118 D -E = 0/74 BOT CROFT) `--0.06 B -F = -251448 D -F = -25144.8 WFC n/a -F = 0/225 NOTES 1) Unbalanced roof five loads 4ave been Considered for this demon. Wird. ASCE 7-98, 9 h, h= ft; T C L-4. psf,- 13DL= . p f; Cates 11, Exp ; endosed, MMRS gat4eend zone; cantilever left and right expo t Lumber 0L=1.33 plate grip DOL=1.33, This � Inas been dim fora 10.0 psf boom chord live bad nonooncurrent v th any other live Inds. 4 Provide mechanical connection (by others) of tru$S to bea ring plate capable of withsta nd[xn0 202 1 b uptift at joi rpt B and 2021 b u 1 ift at joint D, This truss is designed in accordance with the 2WIntemalianal ResMenfial Code sedans R502,1 1.1 and R802.10.2 and refbrerwed standard ANSVTPf 1 - LOAD CASE(S) Sid DEFL in (i ) lVdafl Vert(LL) 0.03 B -F >999 Vert(TL) `--0.06 B-E >999 Horz(TL) 0.01 D n/a L/d 240 180 n/a PLATES GRIP M1120 197/144 Weight:: 39 Ib Joh Truss TM.ss Type i B08227-6 1E2GE RQDF TREES$ y _- B1 CST(l DAH F LL ), I DAHO FALLS, 10 X02 ---�-Pty Qty I. Jab Reference tion6.200 -5 Feb al � 1 2DO5 l liTek Industries} Inr. Fn Sep -15 14:-18:17 20M Page 1 4 M 1120 E 5-11-12 13-5-5 —— Scale = x.:24,3 I — Folate t ,-—i-1;—-1:—_ — LOADING (psi SPACING 2-0-0 o TOLL 35.0 r Plates Increase 1.15 j TCDL 7-0 ! Lumberincrease 1,15 E LL _0 ! Rep Strom I.ncr YES B GCS L 7.0 j Code I Rfl03fTP 12002 LEGE TOP CHORD 2 X 4 SPF 1050F 1,5E 130T CHORD 2 X 4 SPF 1050F 1,5E OTHERS 2 X 4 SIT Stud/ td . BRACING TOP CHORD Structural wood sheathing directly applied or -0-0 On purlins. BOT H i D Ri gid cei lin 0 di reqady applied or 10-0-0 oc braci ng REACTIONS (lb/size) B - 2"11-11 H - 294/11-11-8 L -: 111-11-8 M 12111-11- - 136111-11-8 - 212'11-11- J 136/11-11-8 MaxIHorz -141110 B - -1 1 (load case ) Max UpfifE -141116 8 - -110Iced case H - -132(load Case 0) _ 1 0 bad case -E = -0cad case 4) C = -100ced case J - -34-Pd ase ) Max Grav -1"108 - (load case 1 H - 294(load case 1) L - 1550oad case i ) M --219(load case 7) N = 1360oad case 1 219(d case 0) J = 1 36(fd case 1 ) FFA E (lb) I' i npl On/Maxir u rn Tension TOP CHORD -B = OW B- = -9&80 a* ■�M GS1 e I TG 0.20 BC 0.07 wa 0.06 (Matrix) -D = -74/81 D -r= = -781115 E -E = -781104 F -G = -74/41 -H = -00/42 'I. i FOOT CHORD -141110 = -141116 L -M = -141116 -L = -14111 J -K = -14/11 'WEBS = BS �-1 !11 16 -E = -13110 C = -1831110 -148 = -1"108 -140178 NOTES 1 Unbalanoed roof live loads have been considered for this design. Wind: ASCE 7-98; mph b= 'btt; TDL= _pf, BCL=4.p 11; enclosed; MWFRS gable end zone} canblever left and right exposed ; Luer,1301_1. 33 pate gdp DOL=1.33. Truss signed for mfind loads h the plane of the truss only. For studs expcLsed to wind (nom to ), see eek "Standard Gable End Detail" 4 This tri has been designed for a 10.0 psf boom chord live load nonconwrrent with ars titer live loads. ) ale requires condnuous bottom chord bearing - 6) Gable studs spaoed at -0-0 oc_ DEFL in (10c) Yde1i Ud Vert(LL) -0-02 1 nor 120 Vert(TL) _0.03 1 nir 120 HOr ). 0.00 H rVa a I 7) Provide mechanical comeoiion ( oftn�rs) of truss to bei plate moble of wiffmWnding ending110 1b Wift at Joint B, 132 115 uplift atidnt H,1.02 Ib Uplrlt at point M, 34 lb uplift atint Nf 100 lb uplift at joint K and 34 [b uplift at joird J. This buss iS designed in ar 2003 Intl Residential Code s ec n R502.1 and, W02-10.2 and referenced standard AN TPI 1 _ LOAD CASE(S) Standard PLATES GRIP M1120 1971144 W6ght-- 47 lb s 6